CN112796791A - Dismounting and replacing construction method for primary support structure of water-rich loess tunnel - Google Patents
Dismounting and replacing construction method for primary support structure of water-rich loess tunnel Download PDFInfo
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- CN112796791A CN112796791A CN202011643978.1A CN202011643978A CN112796791A CN 112796791 A CN112796791 A CN 112796791A CN 202011643978 A CN202011643978 A CN 202011643978A CN 112796791 A CN112796791 A CN 112796791A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Abstract
The invention discloses a construction method for replacing a primary support structure of a water-rich loess tunnel, which comprises the following steps: drilling a radial water drainage hole on an arch wall of a tunnel primary support limit invasion section, wherein the tunnel primary support limit invasion section is positioned in a constructed tunnel section, and the constructed tunnel section is a tunnel section which is constructed by the primary support structure but not constructed by secondary primary building of a tunnel; after water is drained through the drainage holes, radial grouting is carried out on the arch wall of the tunnel primary support limit intrusion section, and the arch wall of the tunnel primary support limit intrusion section is reinforced to form a reinforced section; and after the soil body of the reinforced section is determined to meet the construction requirements, the deformed primary arch support is dismantled section by section from the arch crown to the side wall, and a new primary arch support is replaced. The deformed primary support arch centering is replaced under the conditions of cracks, falling blocks, abnormal deformation and the like on the primary support surface, and the construction safety is ensured.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a construction method for replacing a primary support structure of a water-rich loess tunnel.
Background
With the development of railway technology, the proportion of the large tunnel in the west loess area in a newly-built railway line is gradually increased, and the loess tunnel easily causes primary support sinking and even invades a tunnel lining limit in the excavation process due to geological reasons, insufficient primary support design strength and the like.
Disclosure of Invention
The invention mainly aims to provide a construction method for replacing a primary support structure of a water-rich loess tunnel, aiming at solving the technical problems that the primary support is easy to sink in the excavation process and even invade into the lining boundary of the tunnel under the conditions of insufficient primary support design strength and the like of the loess tunnel due to geological reasons.
In order to achieve the aim, the construction method for replacing the primary support structure of the water-rich loess tunnel provided by the invention comprises the following steps:
a radial water drainage hole is drilled in an arch wall of a tunnel primary support limit invasion section, wherein the tunnel primary support limit invasion section is positioned in a constructed tunnel section, and the constructed tunnel section is a tunnel section which is constructed by the primary support structure and is not constructed by secondary primary building of a tunnel;
after water is drained through the drainage holes, radial grouting is carried out on the arch wall of the tunnel primary support limit intrusion section, and the arch wall of the tunnel primary support limit intrusion section is reinforced to form a reinforced section;
and after the soil body of the reinforced section is determined to meet the construction requirements, the deformed primary arch support is dismantled section by section from the arch crown to the side wall, and a new primary arch support is replaced.
In an embodiment, the step of drilling the radial drainage holes in the arch wall of the primary support invasion limit section of the tunnel comprises the following steps:
and punching a seamless steel pipe at the periphery of the deformed primary arch to form the drainage hole.
In one embodiment, after the step of draining water through the drainage holes, the step of radially grouting the arch wall of the tunnel primary support invasion limit section to reinforce the arch wall of the tunnel primary support invasion limit section to form a reinforced section includes the following steps:
and adopting an anchoring agent to block the drainage hole.
In an embodiment, after the water is drained through the drainage holes, the step of radially grouting the arch wall of the tunnel primary support invasion limit section to reinforce the arch wall of the tunnel primary support invasion limit section to form a reinforced section includes:
drilling a plurality of grouting guide pipes on the primary support surface above the side wall of the arch wall to form a plurality of grouting holes;
and injecting grout into the grouting holes to reinforce the primary support surface to form the reinforcing section.
In one embodiment, the plurality of grouting holes are arranged in a quincunx shape, and the grouting guide pipe is a single seamless steel pipe.
In one embodiment, the slurry adopts cement-water glass double-fluid slurry, the grouting pressure is less than 1MPa, the single-sequence holes are firstly grouted from bottom to top in the grouting sequence, and then the remaining two-sequence holes are grouted.
In an embodiment, after the step of draining water through the drainage holes, the step of radially grouting the arch wall of the tunnel primary support invasion limiting section to reinforce the arch wall of the tunnel primary support invasion limiting section to form a reinforced section includes:
slotting the reinforcing section at the periphery of the deformed primary arch to form an inspection area;
and determining that the soil body of the inspection area is in a flow plastic shape, and hanging net and spraying concrete on the surface of the reinforcing section to perform supplementary grouting reinforcement.
In an embodiment, after it is determined that the soil body of the reinforced section meets the construction requirements, the step of dismantling the deformed primary arch from the vault to the side wall section by section and replacing the deformed primary arch with a new primary arch includes:
chiseling concrete above each section of the deformed primary arch frame from the arch top to the side wall one by one to form a section and expose the deformed primary arch frame;
removing the deformed primary arch from the fracture surface and placing a new primary arch in the fracture surface to replace the deformed primary arch.
In one embodiment, the step of removing the deformed primary arch from the cross-section and placing a new primary arch in the cross-section to replace the deformed primary arch is followed by:
reinforcing and fixing the locking leg position of the new primary arch centering;
and determining that the section size of the section is qualified, and plugging the section.
In one embodiment, the step of removing the deformed primary arch section by section from the arch to the side wall and replacing the deformed primary arch section by a new primary arch section comprises:
breaking the sprayed concrete between the set arches;
and removing the arch sets section by section from the arch top to the side wall.
The debugging method of the elevator accessory comprises the steps of firstly drilling radial water drainage holes on an arch wall of a tunnel primary support limit section along the radial direction of the circumference of the arch wall, discharging partial water accumulated in a soil layer, reducing a water level line, then performing radial grouting on the arch wall of the tunnel primary support limit section, reinforcing the arch wall of the tunnel primary support limit section to form a reinforced section, finally detecting whether a soil body in the reinforced section area meets the construction requirement of replacing the arch frame, removing the deformed primary support arch frame section by section from the arch top to a side wall after determining that the soil body of the reinforced section meets the construction requirement, and replacing the new primary support arch frame to realize replacement of the deformed primary support arch frame under the conditions of cracks, block falling, abnormal deformation and the like on the surface of the primary support frame, thereby ensuring the construction safety.
Drawings
Fig. 1 is a schematic flow chart of a first embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention;
fig. 2 is a schematic flow chart of a second embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention;
fig. 3 is a schematic flow chart of a third embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention;
fig. 4 is a schematic flow chart of a fourth embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention;
fig. 5 is a schematic flow chart of a seventh embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention;
fig. 6 is a schematic flow chart of an eighth embodiment of the dismantling and replacing construction method of the primary support structure of the electricity-rich loess tunnel according to the present invention;
fig. 7 is a schematic flow chart illustrating a ninth embodiment of the dismantling and replacing construction method for the primary support structure of the water-rich loess tunnel according to the present invention;
fig. 8 is a schematic flow chart of a construction method for replacing the primary support structure of the electricity-rich loess tunnel according to the tenth embodiment of the present invention;
fig. 9 is a primary arch structure distribution diagram of the primary support structure replacement construction method of the electricity water-rich loess tunnel of the present invention.
The implementation, functional features and advantages of the objects of the present invention will be further described with reference to the accompanying drawings.
Detailed Description
It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
For convenience of description of the embodiment of the invention, taking the initial limit penetration section of 32m in total of the sections of the Guo flag tunnels DK368+ 654-DK 368+686 as an example, the initial limit penetration section is divided into 3 units in total, the sections of the second linings DK368+ 650-DK 368+686 are divided into 4 units in total, and the overall construction sequence in the construction process is arch changing unit 1, second lining unit 1, arch changing unit 3, second lining unit 4, arch changing unit 2, second lining unit 3 and second lining unit 2. The tunnel primary support limit invasion section is located in a constructed tunnel section, and the constructed tunnel section is a tunnel section which is constructed for the primary support structure and is constructed for the secondary primary building of the tunnel without construction. Therefore, the main solution of the embodiment of the invention is to firstly drill radial water drainage holes on the arch wall of the tunnel primary support limit section along the radial direction of the circumference of the arch wall, drain part of water accumulated in a soil layer, lower a water level line, then perform radial grouting on the arch wall of the tunnel primary support limit section, reinforce the arch wall of the tunnel primary support limit section to form a reinforced section, finally detect whether a soil body in the reinforced section area meets the construction requirement of replacing the arch frame, and after determining that the soil body of the reinforced section meets the construction requirement, remove the deformed primary support arch frame section by section from the arch top to the side wall and replace the new primary support arch frame.
Referring to fig. 1, fig. 1 is a first embodiment of a dismantling and replacing construction method of a primary support structure of a water-rich loess tunnel according to the present invention, which includes the following steps:
step S10, drilling a radial water drainage hole on an arch wall of a primary support limit invasion section of the tunnel, wherein the primary support limit invasion section of the tunnel is positioned in a constructed tunnel section, and the constructed tunnel section is a tunnel section which is constructed by the primary support structure and is not constructed by secondary primary building of the tunnel;
in the embodiment, the Guo flag tunnel is located in the Dejia ditch village in the extended county of Yanan city, Yanan, Shanxi province, the mileage from the beginning to the end is DK368+ 499-DK 370+422.69, the full length is 1923.69km, the Guo flag tunnel is a single-hole double-line tunnel, the maximum burial depth is about 162.65m, and the minimum burial depth is 27.13 m.
In the construction process, the conditions of cracks, block falling, abnormal deformation and the like appear on the surface of the primary support on site, and I16I-steel is adopted to carry out arch sheathing reinforcement on the crack and block falling sections. Follow-up scanning inspection scanning result to the primary support section shows that invade lining cutting 10 ~ 40cm, can't guarantee lining cutting thickness, and in view of invading limit section tunnel peripheral soil body moisture content high, the part is the flow and moulds the form, and primary support structure warp great, carries out experimental section construction simultaneously, adopts conventional primary support to tear open and trade construction technology, and the control measured data is unusual, and maximum settlement volume 10mm/h is unfavorable for tearing open and trade the primary support structure. Therefore, radial water drainage holes are required to be drilled in the arch wall of the primary support limit section of the tunnel in advance and radially along the circumference of the arch wall, and the water drainage holes are drilled in a mode that steel pipes are mainly drilled into the arch wall and penetrate through a concrete layer, so that the steel pipes extend into a soil body, part of water accumulated in the soil layer is drained, and a water level line is lowered.
Step S20, after water is drained through the drainage holes, radial grouting is conducted on the arch wall of the tunnel primary support limit-invading section, and the arch wall of the tunnel primary support limit-invading section is reinforced to form a reinforced section;
in this embodiment, after drainage through the weep hole, the water level drops to within the specified range, needs to consolidate the arch wall that the limit section was invaded to the first propping at this moment, therefore, radially slip casting is carried out to the arch wall that the limit section was invaded to the first propping of tunnel, consolidates the arch wall that the limit section was invaded to the first propping of tunnel to form the reinforced section, the purpose is in order to guarantee the safety when changing the first arch centering.
And step S30, after the soil body of the reinforced section is determined to meet the construction requirements, removing the deformed primary arch frame section by section from the vault to the side wall, and replacing the deformed primary arch frame with a new primary arch frame.
In this embodiment, in order to ensure the safety of replacing the primary arch frame, it is necessary to ensure that the soil mass in the reinforced section region meets the construction requirements, where the requirements include whether the soil mass in the region is unstable in a flow plastic shape or not. And only after the soil body in the area is stabilized, the deformed primary arch centering is dismantled section by section from the vault to the side wall, and a new primary arch centering is replaced.
In the technical scheme provided by the embodiment, firstly, radial water drainage holes are drilled on the arch wall of the tunnel primary support limit intrusion section along the radial direction of the circumference of the arch wall, part of water accumulated in a soil layer is drained, the water level line is lowered, then, radial grouting is performed on the arch wall of the tunnel primary support limit intrusion section, the arch wall of the tunnel primary support limit intrusion section is reinforced to form a reinforced section, and finally, whether the soil body in the reinforced section area meets the construction requirement for replacing the primary support arch frame is detected.
Referring to fig. 2, fig. 2 is a second embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention, wherein the step S10 includes:
and step S11, punching a seamless steel pipe on the periphery of the deformed primary arch to form the drainage hole.
In this embodiment, in order to facilitate penetration of the concrete layer and drainage of water from the concrete layer, radial drainage holes are formed in the concrete of the arch wall at a longitudinal distance of 1m near the 1m of the second-lining inverted arch small-side wall in advance, and the above dimensions can be modified appropriately according to specific construction conditions.
Referring to fig. 3, fig. 3 is a third embodiment of the method for dismantling and replacing a primary support structure of a water-rich loess tunnel according to the present invention, where based on the second embodiment, the step S20 includes:
and step S12, adopting an anchoring agent to seal the drainage holes.
In the embodiment, the anchoring agent is mainly used for construction operations of light blasting and anchor-spraying supporting in underground engineering such as railways, highways, hydraulic tunnels, mine roadways and civil air defence, and can also be used for ground slope reinforcement, gap blocking and water stopping and special construction engineering. Therefore, the drainage hole can be blocked by the anchoring agent after water is discharged, and concrete is prevented from being discharged from the drainage hole after subsequent reinforcement.
Referring to fig. 4, fig. 4 is a fourth embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention, where the step S20 includes:
step S21, drilling a plurality of grouting guide pipes on the primary support surface above the side wall of the arch wall to form a plurality of grouting holes;
and step S22, injecting grout into the grouting holes to reinforce the primary support surface and form the reinforcing section.
In this embodiment, a plurality of grouting guide pipes may be driven into the primary support surface above the inverted arch minor side wall, and the grouting holes are formed by using the openings of the guide pipes, so as to perform radial grouting reinforcement on the primary support surface above the inverted arch minor side wall, the reinforcement depth is 4m, so as to ensure the safety of replacing the primary support arch frame, and the above dimensions may be modified appropriately according to the specific construction conditions.
According to the fifth embodiment of the construction method for replacing the primary support structure of the water-rich loess tunnel, based on the fourth embodiment, a plurality of grouting holes are arranged in a quincunx shape, and the grouting guide pipe is a single seamless steel pipe.
In the embodiment, a plurality of grouting holes are arranged in a quincunx shape, and the longitudinal distance between the orifices is 1.5 m. The grouting guide pipe is a seamless steel pipe with the length of 4.3m, the diameter of 42mm and the wall thickness of 3.5mm, and grouting is performed according to two-sequence holes from bottom to top, namely, jumping, arranging and grouting single-sequence holes are firstly punched, and then the remaining two-sequence holes are grouted, so that complete grouting can be ensured, and the stability of the reinforced primary support surface is improved.
According to the sixth embodiment of the construction method for replacing the primary support structure of the water-rich loess tunnel, based on the fifth embodiment, the slurry is cement-water glass double-slurry, the grouting pressure is less than 1MPa, single-sequence holes are firstly injected from bottom to top in the grouting sequence, and then the remaining two-sequence holes are injected.
In the embodiment, in order to improve the stability of the primary support surface after reinforcement, cement-water glass double-liquid grout (W: C is 1: 1, C: S is 1: 1) is adopted as the grout, the grouting pressure is not more than 1MPa, the grouting is performed from bottom to top in a two-sequence hole mode, namely, firstly, jumping, discharging, injecting single-sequence holes, and then, injecting the remaining two-sequence holes.
Referring to fig. 5, fig. 5 is a seventh embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention, and based on the first embodiment, the step S20 is followed by:
step S23, slotting on the reinforced section at the periphery of the deformed primary arch to form a check area;
and S24, determining that the soil body of the inspection area is in a flow plastic shape, and performing net hanging and concrete spraying on the surface of the reinforcing section to perform supplementary grouting reinforcement.
In this embodiment, in order to further improve the safety of replacing the primary arch, after the grouting of the reinforcing section is finished for 8 hours, the effect of the reinforcing section needs to be verified, specifically, the grouting effect is verified by adopting a slot in the reinforcing section area, and the planar size of the slot inspection hole is 60 × 60cm (i.e., an inspection area is formed); if the local soil mass around the primary arch frame is still in the unstable phenomenon of flow plastic shape and the like, the test area is re-screened, sprayed and sealed with concrete, and then supplementary grouting reinforcement is carried out, and the soil mass at the dismantling section meets the basic stability requirement in the process of dismantling and replacing the primary arch frame.
Referring to fig. 6, fig. 6 is an eighth embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention, where the step S30 includes:
step S31, chiseling the concrete above each deformed primary arch frame from the arch roof to the side wall to form a cross section and expose the deformed primary arch frame;
and step S32, removing the deformed primary arch from the cross section, and arranging a new primary arch in the cross section to replace the deformed primary arch.
In this embodiment, the position of the primary arch is located by scanning, and the range of removal and replacement is identified by using red paint. And chiseling the sprayed concrete by utilizing an excavation rack or a waterproof board rack manually by matching an air pick with a breaking hammer to form a section and expose the deformed primary arch, and then dismantling the primary arch. The mode of dismantling the primary arch center is as follows: and chiseling out the deformed primary arch frame of each section from the arch top to the side wall one by one, and replacing the primary arch frame with a new one. After the new primary arch frame is replaced, the connecting position of the new primary arch frame and the existing primary arch frame is chiseled by an artificial pneumatic pick within 30 cm.
Referring to fig. 7, fig. 7 is a ninth embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention, and based on the eighth embodiment, the step S32 is followed by:
step S33, strengthening and fixing the locking leg position of the new primary arch centering;
and S34, determining that the section size of the section is qualified, and plugging the section.
In this embodiment, after the new primary arch is replaced, the positions of the locking legs of the new primary arch are reinforced and fixed, the number of the single-row two locking leg anchor pipes is adjusted to 4, and a total station is used to scan the surrounding rock of the cross section to determine the excavation expanding range. Checking the section size by using a total station after expanding and digging, sealing by using C25 sprayed concrete after the section size is correct, wherein the sealing thickness is 4cm
It can be understood that the new primary arch may use a grid steel frame, the grid steel frame uses an H300 grid steel frame, the deformation is reserved for 30cm, and the new primary arch interval uses the deformed primary arch interval.
Referring to fig. 8, fig. 8 is a tenth embodiment of the dismantling and replacing construction method of the primary support structure of the water-rich loess tunnel according to the present invention, where based on the first embodiment, the step S30 includes:
s35, breaking the sprayed concrete among the set arches;
and step S36, removing the arch sets section by section from the arch to the side wall.
In this embodiment, during the tunnel construction, the arch cover is additionally provided according to the deformation condition of the primary arch support, and the arch cover is arranged on the arch wall, so that the arch cover needs to be removed before the deformed primary arch support is replaced. When the arch sets are removed, the arch sets are removed segment by segment from the arch top to the side wall, the primary arch support is removed from the arch top to the side wall, and the limiting-invasion segments are circularly performed according to the sequence of changing 1 arch set for the primary arch support which deforms after 1 arch set is removed. The concrete sprayed between the sleeve arches is broken by the breaking hammer, and when the concrete is broken, the included angle between the breaking hammer and the concrete surface is smaller than 30 degrees, so that the damage of vibration to the primary support surface is reduced. And (3) manually breaking the part which cannot be broken by the breaking hammer by using an air pick, and manually cutting the sleeve arch in sections by using oxygen welding after the concrete between the sleeve arches is removed, and removing the sleeve arches in sections. The lining reinforcing bar of reserving at the top of the existing side wall is shielded by adopting a steel template of 1m multiplied by 1.5m, and the concrete block is prevented from falling to cause damage in the dismantling process.
And after the new primary arch centering is installed, checking and reporting to prevent the limit invasion from occurring again after the concrete spraying is finished. And after the concrete is sprayed, repeating the steps to remove and install the arch frame of the next steel frame.
Based on the above embodiment, as shown in fig. 9, the sequence of replacing the primary arch of the present invention is as follows:
A. the sequence of replacing the primary arch centering of the upper, middle and lower steps is as follows:
the upper step, the right side of the middle step, the right side of the lower step, the left side of the middle step and the left side of the lower step. Namely, the sequence of 1-2-3-4-5 in fig. 9 is carried out, one section is disassembled and replaced, one section is supported, and the locking feet are reinforced.
B. The sequence of replacing the primary support arch centering on the upper middle step is as follows:
the steps are sequentially carried out on the upper step, the right side of the middle step and the left side of the middle step. I.e., 1-2-4 in figure N. And (5) disassembling and replacing one section, supporting one section and reinforcing the locking feet.
By the method for replacing the primary arch centering, the deformed primary arch centering can be replaced under the conditions of cracks, falling blocks, abnormal deformation and the like on the surface of the primary centering, and the construction safety is ensured.
The above-mentioned serial numbers of the embodiments of the present invention are merely for description and do not represent the merits of the embodiments.
It should be noted that, in this document, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
Through the above description of the embodiments, those skilled in the art will clearly understand that the method of the above embodiments can be implemented by software plus a necessary general hardware platform, and certainly can also be implemented by hardware, but in many cases, the former is a better embodiment.
The above description is only a preferred embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes, which are made by the contents of the present specification and drawings, or used directly or indirectly in other related fields, are included in the scope of the present invention.
Claims (10)
1. A construction method for dismounting and replacing a primary support structure of a water-rich loess tunnel is characterized by comprising the following steps:
drilling a radial water drainage hole on an arch wall of a tunnel primary support limit invasion section, wherein the tunnel primary support limit invasion section is positioned in a constructed tunnel section, and the constructed tunnel section is a tunnel section which is constructed by the primary support structure but not constructed by secondary primary building of a tunnel;
after water is drained through the drainage holes, radial grouting is carried out on the arch wall of the tunnel primary support limit intrusion section, and the arch wall of the tunnel primary support limit intrusion section is reinforced to form a reinforced section;
and after the soil body of the reinforced section is determined to meet the construction requirements, the deformed primary arch support is dismantled section by section from the arch crown to the side wall, and a new primary arch support is replaced.
2. The method for constructing a primary support structure of a loess-rich tunnel according to claim 1, wherein the step of drilling radial weep holes in the arch wall of the primary support limit intrusion section of the tunnel comprises:
and punching a seamless steel pipe at the periphery of the deformed primary arch to form the drainage hole.
3. The method for constructing a primary support structure of a loess-rich tunnel according to claim 2, wherein the step of radially grouting the arch wall of the primary support invasion limiting section of the tunnel after the water is drained through the drainage holes to reinforce the arch wall of the primary support invasion limiting section of the tunnel to form a reinforced section comprises the steps of:
and adopting an anchoring agent to block the drainage hole.
4. The method for constructing a primary support structure of a loess-rich tunnel according to claim 1, wherein the step of radially grouting the arch wall of the primary support invasion limiting section of the tunnel after the water is drained through the drainage holes to reinforce the arch wall of the primary support invasion limiting section of the tunnel to form a reinforced section comprises:
drilling a plurality of grouting guide pipes on the primary support surface above the side wall of the arch wall to form a plurality of grouting holes;
and injecting grout into the grouting holes to reinforce the primary support surface to form the reinforcing section.
5. The method of dismantling and replacing a primary support structure of a loess-rich tunnel according to claim 4, wherein the plurality of grouting holes are arranged in a quincunx shape, and the grouting guide pipe is a single seamless steel pipe.
6. The method of claim 5, wherein the grout is a cement-water glass two-fluid grout, the grouting pressure is less than 1MPa, and the single-sequence holes are sequentially grouted from bottom to top, and then the remaining two-sequence holes are sequentially grouted.
7. The method for constructing a primary support structure of a loess-rich tunnel according to claim 1, wherein the step of radially grouting the arch wall of the primary support invasion limiting section of the tunnel after the water is drained through the drainage holes to reinforce the arch wall of the primary support invasion limiting section of the tunnel to form a reinforced section comprises the following steps:
slotting the reinforcing section at the periphery of the deformed primary arch to form an inspection area;
and determining that the soil body of the inspection area is in a flow plastic shape, and hanging net and spraying concrete on the surface of the reinforcing section to perform supplementary grouting reinforcement.
8. The method for dismantling and replacing a primary support structure of a water-rich loess tunnel according to claim 1, wherein the step of dismantling the deformed primary support arch from the arch crown to the side wall section by section and replacing the new primary support arch comprises the steps of:
chiseling concrete above each section of the deformed primary arch frame from the arch top to the side wall one by one to form a section and expose the deformed primary arch frame;
removing the deformed primary arch from the fracture surface and placing a new primary arch in the fracture surface to replace the deformed primary arch.
9. The method of dismantling and replacing a primary support structure of a water-rich loess tunnel according to claim 8, wherein the step of removing the deformed primary arch from the sectional surface and disposing a new primary arch in the sectional surface to replace the deformed primary arch is followed by:
reinforcing and fixing the locking leg position of the new primary arch centering;
and determining that the section size of the section is qualified, and plugging the section.
10. The method of dismantling and replacing a primary support structure of a water-rich loess tunnel according to claim 1, wherein the steps of dismantling the deformed primary support arch section by section from a vault to a sidewall and replacing the deformed primary support arch with a new one comprise:
breaking the sprayed concrete between the set arches;
and removing the arch sets section by section from the arch top to the side wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011643978.1A CN112796791A (en) | 2020-12-31 | 2020-12-31 | Dismounting and replacing construction method for primary support structure of water-rich loess tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011643978.1A CN112796791A (en) | 2020-12-31 | 2020-12-31 | Dismounting and replacing construction method for primary support structure of water-rich loess tunnel |
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| Publication Number | Publication Date |
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| CN112796791A true CN112796791A (en) | 2021-05-14 |
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| CN113622995A (en) * | 2021-08-23 | 2021-11-09 | 西安理工大学 | Expansion-preventing method for expansive loess plateau through expansive loess tunnel |
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| CN113622995A (en) * | 2021-08-23 | 2021-11-09 | 西安理工大学 | Expansion-preventing method for expansive loess plateau through expansive loess tunnel |
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